Film-covered sealing pressurizing pumped storage device

Abstract

The utility model relates to a film sealing pressurization pumped storage device which comprises a vertical cylinder (1), a reciprocating motion column (2), a sealing film (21) and a pumped storage unit (15), the vertical cylinder (1) is vertically arranged, the reciprocating motion column (2) is located on the inner side of the vertical cylinder (1), and the sealing film (21) blocks a gap between the vertical cylinder (1) and the reciprocating motion column (2) and forms a sealed space (20) with volume changing performance. When the electric energy is stored, water is injected into the sealed space (20) by using the water pump unit (15) to generate an overpressure water body, and the overpressure water body is used for lifting the reciprocating motion column (2) to rise, so that the electric energy is converted into gravitational potential energy; when the electric energy is released, overpressure water is injected into the pumped storage unit (15) for power generation, gravitational potential energy is converted into the electric energy, and the system has the advantages of being high in construction speed, high in safety degree, high in efficiency, high in conversion rate, low in construction cost, capable of being built anywhere and anytime and good in environmental protection benefit.

Description

Technical Field

[0001] This utility model relates to a membrane-sealed pressurized pumped water storage device. Background Technology

[0002] With the development and large-scale application of new energy technologies such as wind and solar power, energy storage has gradually become one of the bottlenecks in social development due to the discrepancy between the power generation of new energy sources and the timing of social electricity consumption. Existing energy storage methods mainly include gravity storage, compressed air storage, water electrolysis for hydrogen production storage, and electrochemical storage. Electrochemical storage suffers from problems such as high cost, small storage capacity, short lifespan, and high costs for disposing of used batteries. It also poses safety hazards such as explosions and fires. To address these energy storage issues, domestic and international experts and research institutions have begun researching compressed air storage and water electrolysis for hydrogen production storage technologies. Currently, water electrolysis for hydrogen production storage technology has been piloted and has the capability to produce hydrogen through seawater electrolysis. However, the cost of hydrogen production is high, as are the costs of storing and transporting the produced hydrogen, and it also faces the safety hazard of high-pressure gas explosions and high costs. Compressed air storage technology has also been applied, but its energy conversion rate is significantly lower than that of pumped hydro storage, and it also suffers from high costs. Solving the energy storage problem has become a major scientific and technological challenge urgently needing to be addressed for social development, and it is a key link in promoting green and low-carbon development and solving the problem of energy self-sufficiency.

[0003] Gravity energy storage utilizes Earth's gravity. During storage, an electric motor lifts a heavy object to a higher position, converting electrical energy into the object's potential energy. Upon release, the object falls to a lower position, driving a generator to produce electricity. Gravity energy storage can be categorized by storage medium into water-based and solid-medium types. Pumped hydro storage is a typical example of water-based gravity storage. Solid-medium gravity storage is not yet widely used in engineering projects. Methods in the research and development stage include pulley-based gravity storage, which uses a combination of pulleys and an electric motor. During storage, a solid object is lifted to a higher position to generate potential energy, storing electrical energy. Upon release, the object falls, simultaneously rotating the pulleys and driving a generator to produce electricity. Pumped hydro storage is currently the world's largest and most economical large-scale energy storage method, boasting high safety, mature technology, and high energy conversion efficiency. Currently, pumped storage hydropower accounts for approximately 94% of the total installed energy storage capacity in China (statistics as of 2020). In recent years, the number of pumped storage projects has increased significantly, with over one hundred pumped storage power stations under construction. The principle of pumped storage is to build an upper reservoir (or upper pool) at a higher elevation and a lower reservoir (or lower pool) at a lower elevation. When energy storage is needed, an electric motor drives a pump to pump water from the lower pool to the upper pool, consuming electrical energy. Simultaneously, the water is pumped to a higher elevation, generating potential energy and storing electrical energy. When energy release is needed, the water in the upper pool flows out through a diversion tunnel to the lower pool, and the water flow drives a turbine to rotate, which in turn drives a generator to produce electricity, releasing the energy. Pumped storage requires a significant elevation difference (generally 400-600 meters or more) between upper and lower reservoirs (also known as upper and lower reservoirs), making suitable geographical conditions very limited. Construction is lengthy, typically taking 5-8 years, and is costly. Pumped storage power stations often occupy large amounts of land for the upper reservoir, leading to adverse effects such as slope instability and ecological damage. The energy storage and release process in pumped storage is reversible. In terms of electromechanical equipment, most pumped storage power stations combine electric pumping units (composed of motors and pumps) and hydroelectric generator units (composed of generators and turbines) into a single pumped storage unit consisting of an electric generator and a pump-turbine. The pump-turbine's forward and reverse operation controls both pumped storage and hydroelectric power generation. Pumped storage units and their auxiliary equipment mainly include pumps and turbines, generators and motors, speed governors, excitation systems, static frequency converters, electromechanical protection systems, and computer control systems. Through long-term research and application, they have reached a high level of efficiency and are technologically mature and stable. The cost of a pumped storage project includes civil engineering costs such as the construction of the upper and lower reservoirs, diversion tunnels, and power grid infrastructure, as well as the cost of the pumped storage units themselves. Currently, civil engineering costs account for approximately 90% of the total cost of a pumped storage power station.Addressing the site selection constraints of pumped-storage hydroelectric power plants, reducing their land area, minimizing their impact on the natural environment, and lowering construction costs are of significant economic, social, and environmental value to the development of energy storage technology. In theoretical research, M. Berrada et al. published a paper in *Energy* in 2016 entitled "Gravity-based PistonPumped Hydro Storage: A new concept for large-scale energy storage," introducing the concept of gravity-based piston pumped hydroelectric storage. In this concept, within a sealed circulation channel, the weight of a piston applies pressure to the water, generating electricity through a reversible pump-turbine. During the energy storage phase, the pump pumps water, using the water pressure to lift the piston, converting it into gravitational potential energy. This technology has few limitations, allows for repeated operation, and enables long-term power generation, theoretically offering a new possibility for large-scale pumped hydroelectric storage. This pumped-storage method requires large-diameter, high-pressure water storage pipes. When matched with commonly used pumped-storage units, the diameter of the storage pipe should generally be between 10 and 200 meters, and the water pressure it should withstand should be between 4 and 8 MPa. Taking a 40-meter diameter pipe as an example, with a required water pressure of 8 MPa, using commonly used Q235 steel as the pipe wall material, mechanical calculations show that the pipe wall thickness needs to reach about 1 meter, which is difficult to manufacture, complex in process, and costly. On the other hand, using 1-meter-thick ordinary steel as the pipe wall will result in a 16mm expansion deformation in the radial direction. At the same time, the piston will undergo significant contraction deformation under the pressure of high-pressure water, creating gaps between the pipe and the piston. Existing sealing technologies are insufficient to achieve a proper seal between the piston and the pipe. Under high pressure, the sealing problem between the large-diameter pipe and the piston, the enormous pressure from the overall seal, the pressure-induced strength issues of the pipe material, and the construction problems of large-diameter pipes bearing high water pressure are key obstacles to the development and application of this technology and require further research. Summary of the Invention

[0004] The purpose of this invention is to provide a membrane-sealed pressurized pumped water storage device. This energy storage device is low in cost, fast in construction, safe and reliable, durable, and can successfully achieve membrane-sealed pressurized pumped water storage.

[0005] The energy storage device comprises seven parts: a vertical cylinder, a reciprocating column, a flexible sealing membrane, a vertical cylinder foundation, a pumped storage unit and its auxiliary equipment, water pipes, and a lower pool. The vertical cylinder is a vertically placed cylindrical component with one open end. The reciprocating column is a cylindrical or cylindrical member capable of withstanding both vertical and horizontal pressure. The flexible sealing membrane is a waterproof fabric component with folding capabilities and the ability to withstand water pressure. The vertical cylinder is connected to the flexible sealing membrane, and the reciprocating column is also connected to the flexible sealing membrane. The structure consists of the vertical cylinder, the flexible sealing membrane, and the reciprocating column. The reciprocating column and the vertical cylinder together form a sealed space with volume change performance. Both the reciprocating column and the vertical cylinder are placed vertically, with the reciprocating column located inside the vertical cylinder. The reciprocating column has the function of reciprocating up and down relative to the vertical cylinder. The pumped storage unit is connected to the sealed space through water pipes. The lower pool is a water tank with water storage function. The outer surface of the reciprocating column is provided with a vertical maintenance channel and a detachable prefabricated filling block for filling the vertical maintenance channel. A protective ring is provided between the top of the vertical cylinder and the reciprocating column to prevent impact from the reciprocating column.

[0006] In the aforementioned energy storage device, the vertical cylinder can be configured as a cylindrical structure with a small inner diameter at the top and a large inner diameter at the bottom.

[0007] In the aforementioned energy storage device, one end of the flexible sealing membrane is connected to the middle or bottom of the vertical cylinder, and the other end is connected to the bottom of the reciprocating column.

[0008] In the aforementioned energy storage device, the vertical cylinder foundation comprises four parts: a core foundation plate, an extended foundation plate, vertical stiffening piles, and horizontal anchors. The core foundation plate is located directly below the vertical cylinder, the extended foundation plate is located around the core foundation plate, the vertical stiffening piles are vertically constructed piles located in the rock foundation and reinforced with steel plates, and the horizontal anchors are horizontally constructed anchors laid along the radius of the vertical cylinder foundation. The core foundation plate and the extended foundation plate are located above the horizontal anchors, and the horizontal anchors and vertical stiffening piles are arranged intersectingly.

[0009] In the aforementioned vertical tube foundation, a vertical water guide tunnel is set in the core foundation slab, and a horizontal anchor rod is connected to the side wall of the vertical water guide tunnel. Attached Figure Description

[0010] Figure 1 This is a cross-sectional schematic diagram of the energy storage device used in the first membrane-sealed pressurized pumped water energy storage method used in the first and second embodiments of this utility model.

[0011] Figure 2 This is a schematic diagram of the energy storage device layout used in the first membrane-sealed pressurized pumped water storage method used in the first and second embodiments of this utility model.

[0012] Figure 3This is a schematic diagram of the vertical cylinder sidewall and flexible sealing membrane structure of the energy storage device used in the first membrane-sealed pressurized pumped water energy storage method used in the first and second embodiments of this utility model.

[0013] Figure 4 This is a schematic diagram of the pile layout of the energy storage device used in the first membrane-sealed pressurized pumped storage method used in the first and second embodiments of this utility model.

[0014] Figure 5 A schematic diagram of the cross-sectional structure of the prefabricated block reciprocating column of the energy storage device used in the first membrane-sealed pressurized pumped storage method for the second embodiment of this utility model.

[0015] Figure 6 A schematic diagram of the top structure of the guide column of the energy storage device used in the first membrane-sealed pressurized pumped water storage method for the second embodiment of this utility model.

[0016] Figure 7 A schematic diagram of the lower structure of the guide column of the energy storage device used in the first membrane-sealed pressurized pumped water storage method for the second embodiment of this utility model.

[0017] Figure 8 A schematic diagram of the lower column truss structure of the guide column of the energy storage device used in the first membrane-sealed pressurized pumped water storage method for the second embodiment of this utility model.

[0018] Figure 9 A schematic cross-sectional view of the verticality adjustment structure of the guide column guide section of the energy storage device used in the first membrane-sealed pressurized pumped water storage method for the second embodiment of this utility model.

[0019] Figure 10 A cross-sectional schematic diagram of the maintenance channel structure of the energy storage device used in the first membrane-sealed pressurized pumped water storage method used in the second embodiment of this utility model;

[0020] Figure 11 This is a schematic diagram of the cross-sectional structure of the high-pressure splitting grouting rock anchor mesh vertical cylinder foundation used in the third and fourth embodiments of this utility model;

[0021] Figure 12 This is a schematic diagram of the anchor mesh plan layout for the high-pressure splitting grouting rock anchor mesh vertical cylinder foundation used in the third embodiment of this utility model;

[0022] Figure 13 This is a schematic diagram of the cross-sectional structure of the vertical stiffening pile of the high-pressure splitting grouting rock anchor mesh vertical cylinder foundation used in the third embodiment of this utility model;

[0023] Figure 14This is a schematic diagram of the post-pouring joint structure of the foundation slab of the vertical cylindrical foundation used in the fourth embodiment of this utility model;

[0024] Figure 15 This is a schematic cross-sectional view of the second step of the dynamic design and construction method for the high-pressure splitting grouting rock anchor mesh vertical cylinder foundation used in the fourth embodiment of this utility model.

[0025] Figure 16 This is a schematic diagram of the second step of the working condition plan layout of the dynamic design and construction method for the high-pressure splitting grouting rock anchor mesh vertical cylinder foundation used in the fourth embodiment of this utility model.

[0026] Figure 17 This is a schematic diagram of the fourth working condition of the dynamic design and construction method for the high-pressure splitting grouting rock anchor mesh vertical cylinder foundation used in the fourth and fifth embodiments of this utility model.

[0027] Figure 18 This is a schematic diagram of the fifth step of the dynamic design and construction method for the high-pressure splitting grouting rock anchor mesh vertical cylinder foundation used in the fourth embodiment of this utility model.

[0028] Figure 19 This is a schematic diagram of the sixth working condition of the dynamic design and construction method for the high-pressure splitting grouting rock anchor mesh vertical cylinder foundation used in the fourth embodiment of this utility model.

[0029] Figure 20 This is a schematic diagram of the vertical maintenance channel layout of the reciprocating column used in the second embodiment of this utility model. Detailed Implementation

[0030] Explanation of reference numerals in the attached drawings: 1-Vertical cylinder; 2-Reciprocating column; 3-Vertical cylinder foundation; 4-Guide column; 5-Additional counterweight; 6-Buffer pad; 7-Inspection trench; 8-Inspection trench wall; 9-Reciprocating column base plate; 10-Counterweight body; 11-Additional counterweight cylinder; 12-Additional counterweight body; 13-Lower pool wall; 14-Pile foundation; 15-Pumped storage unit; 16-Protective ring; 17-Water pipe; 18-Fluid control valve; 19-Lower pool; 20-Sealed space; 21-Flexible sealing membrane; 22-Steel strand; 23-Construction adhesive; 24-Precast filling block; 25-Power grid system; 26-Structural column; 27-Truss; 28-Cable; 29-Counterweight precast block; 30-Overhead crane; 31-Maintenance access; 32-Sling column; 33-Sling; 34-Fine-adjustment guide; 35-Distance adjustment device; 36-Pressure-resistant sealing door; 37-Sealing door baffle; 38-Core foundation slab; 39-Extended foundation slab; 40-Post-cast joint of foundation slab; 41-Vertical stiffening pile; 42-Horizontal anchor; 43-Vertical guide tunnel sidewall; 44-Vertical maintenance access; 45-Stiffening steel plate; 46-Stiffening pile body; 47-Foundation slab reinforcement; 48-Bladder pressure test hole; 49-Bladder pressure test water injection pipe; 50-Inclinometer tube; 51-Sealed bladder; 52-Vertical cylinder bottom plate; 53-Rock bearing layer.

[0031] As the first embodiment of this utility model, the following is combined with Figures 1-4 This paper introduces the working principle and specific implementation steps of a membrane-sealed pressurized pumped-storage energy storage device. The working principle of this energy storage device involves constructing a reciprocating column with a large load capacity and a vertical cylinder fitted around the outside of the reciprocating column. A high-pressure resistant flexible sealing membrane is installed between the vertical cylinder and the reciprocating column, forming a membrane between the outer surface of the reciprocating column and the inner surface of the vertical cylinder. Figure 1 and Figure 3The variable-volume, high-pressure sealed space shown is filled with high-pressure water by a pumped-storage unit. The superstatic water pressure on the upper surface of the high-pressure water lifts the lower surface of the reciprocating column, gradually raising it as the water volume increases. This converts electrical energy into the gravitational potential energy of the reciprocating column and water, thus storing electrical energy. After energy storage, the high-pressure water in the sealed space can be injected into the pumped-storage unit, which then operates to generate hydroelectric power. Simultaneously, the reciprocating column sinks, converting the gravitational potential energy of the column and water into electrical energy, releasing the energy. This invention utilizes the sealed space to create high-pressure water, which is crucial for pumped-storage. This invention overcomes the need for traditional pumped-storage systems to construct an upper tank with a height difference of hundreds of meters to obtain high-pressure water, solving the critical problem of limited site selection for pumped-storage systems. The specific implementation steps for energy storage using this invention are as follows: First, construct the vertical cylinder foundation, the vertical cylinder, and the reciprocating column. In this embodiment, to achieve the advantage of low-cost energy storage, the diameter of the vertical cylinder is generally selected between 10m and 200m. Considering the need for a high energy conversion rate, the hydrostatic pressure within the sealed space typically reaches 6-8MPa, equivalent to 60-80 atmospheres. High-strength steel strands can be used to bear the circumferential tensile stress on the sidewalls of the vertical cylinder. Considering the cyclic load and the control requirements for the elastic stress, fatigue strength, and wall height-to-thickness ratio of the steel strands, the thickness of the vertical cylinder wall is generally selected between 0.1 and 2 meters. Taking into account the pressure generated by the height of the water column inside the vertical cylinder, the water pressure at the bottom of the reciprocating column is approximately 6-9MPa. The standard value of the vertical load at the bottom of the vertical cylinder foundation will reach 6-9MPa. This ultra-large load places high demands on the vertical cylinder foundation, the vertical cylinder itself, and the reciprocating column. For example, the vertical cylinder foundation needs to use a 3-30m thick reinforced concrete structure to distribute the load at the bottom of the vertical cylinder to the bottom of the foundation. The vertical cylinder foundation can be constructed using... Figure 1 The image shows a pile-thickened slab foundation type. If a larger diameter vertical cylinder energy storage device is required, the thickness of the reinforced concrete slab needs to be further increased. The main components of the energy storage device of this utility model can be constructed in the following four steps. The first step is to construct the reinforced concrete vertical cylinder foundation; the vertical cylinder foundation can adopt a pile-raft foundation type, and a thick reinforced concrete slab can be used to diffuse the base stress. Because the load on the top surface of the foundation is particularly large, large-diameter piles are generally required. The pile arrangement can be as follows: Figure 1 and Figure 4 The form shown is acceptable. If the bedrock at the construction site is shallow, a rock-embedded foundation can be used. Since the vertical cylinder is a vertically placed cylinder, a circular cross-section is generally more reasonable for the vertical cylinder foundation. The depth of the vertical cylinder foundation can be determined based on the height of the vertical cylinder, the thickness of the vertical cylinder foundation, and seismic requirements. The lower pool can be placed in the foundation pit. The excavation depth and area of ​​the foundation pit should be designed to comprehensively consider meeting the water storage requirements of both the vertical cylinder foundation and the lower pool. A circular foundation pit design is the most economical. The foundation pit retaining structure can also serve as the lower pool wall, such as... Figure 1As shown. In this embodiment, the central position after the foundation pit is excavated is designed as a vertical cylinder foundation, and the remaining space after the bottom slab is poured around it is set as a lower pool. In this step, the excavated soil can be temporarily stockpiled and reserved for future use as additional counterweight material. In this step, water pipes can be pre-embedded in the vertical cylinder foundation simultaneously, with at least one inlet and outlet of the water pipe extending into the vertical cylinder. The water pipes in this step can be used as water diversion tunnels. In this step, an annular maintenance trench wall can be constructed on the vertical cylinder foundation, and sand and gravel can be filled inside the vertical cylinder as a buffer layer. In this step, because the reciprocating column is very heavy, the maintenance trench wall cannot bear the weight of the reciprocating column alone. Therefore, sand and gravel should be filled in the space enclosed by the maintenance trench wall to jointly bear the gravity from the reciprocating column and also serve as a buffer layer when the reciprocating column falls. Bag-shaped sand and gravel can be used to fill the space inside the maintenance trench wall, and then the reciprocating column can be gradually constructed from bottom to top on the buffer layer. In this step, the reciprocating column needs to have the load-bearing capacity to support itself and the additional counterweight above it, as well as the capacity to withstand the water pressure within the sealed space; therefore, its compressive strength requirement is high. In this embodiment, a concrete structure can be used as the reciprocating column, which can be made into a cylindrical structure. Materials with a relatively high specific gravity, such as iron ore, steel blocks, lead blocks, and lead powder, can be filled into the cylindrical structure to serve as the reciprocating column. Using materials with a high specific gravity eliminates the need for additional counterweights, but the cost is higher. Using a concrete structure allows for a larger counterweight volume, but the cost is lower. Alternatively, a reinforced concrete silo can be constructed above the reciprocating column as an additional counterweight cylinder, and soil can be piled inside the silo as additional counterweight to further reduce costs. In this step, the additional counterweight cylinder can consist of multiple silos to facilitate adjustment and control of the center of gravity position of the reciprocating column. During the trial operation phase, the reciprocating column can be floated, and the center of gravity of the reciprocating column can be adjusted by adding or removing counterweights from silos at different positions. Setting up multiple silos can reduce the pressure on the silo sidewalls and also prevent the counterweight from excessively concentrating and shifting in unexpected situations. In this step, the vertical cylinder can be constructed in the following two sub-steps. The first sub-step involves placing steel strands at a certain distance outside the reciprocating column and constructing ring-shaped templates on both sides of the steel strands. This sub-step mainly involves constructing the circumferential tension components of the vertical cylinder. Due to the large diameter of the vertical cylinder and the high water pressure inside, the circumferential tension on the sidewalls of the vertical cylinder is particularly large. According to mechanical calculations, taking a vertical cylinder with a diameter of 40 meters as an example, under the action of 8MPa water pressure inside the cylinder, the circumferential tensile stress acting on the cylinder wall per meter of height is 160MN, and the main force on the cylinder wall is to bear the circumferential tension. If ordinary Q235 steel is used as the wall of the vertical cylinder, the wall thickness needs to reach about 1 meter, which is extremely difficult to manufacture and very expensive.In this invention, taking advantage of the fact that the sidewalls of the vertical cylinder do not bear vertical tensile forces, high-tensile-strength steel strands are used as the circumferential tension members of the vertical cylinder. The tensile strength of the steel strands is 6 to 8 times that of ordinary steel. This high-strength material solves the problems of enormous pressure and high strength requirements for pipeline materials that still exist in the gravity piston energy storage research of the prior art. Furthermore, because the steel strands are flexible rope-like components, they are easy to bend and arrange, and can be easily arranged into a ring, solving the problem of high manufacturing difficulty. This solves the problem of constructing large-diameter pipelines bearing high water pressure that was unresolved in the gravity piston energy storage method of the prior art. After completing the first step, proceed to the second step. In this step, construction adhesive is injected into the steel strands within the annular template cavity constructed in the first step. After the construction adhesive solidifies, a glued steel structure is formed as the sidewall of the vertical cylinder. The glued steel structure formed in this step is a composite material structure with high-strength steel strands as the main tension members. Construction adhesive is densely filled into the gaps between the stacked steel strands. After the adhesive solidifies, it forms a structure with a specific shape and function, composed of both steel strands and construction adhesive. Because the steel strands stacked in the first step are scattered with gaps, they lack compressive strength and sealing performance, and cannot be directly used as the wall of the vertical cylinder. Construction adhesives such as epoxy resin and rebar adhesive are solidifiable fluid materials. The fluid construction adhesive can be poured into the formwork cavity, densely filling the gaps between the steel strands while in a fluid state. After the adhesive solidifies, it connects the steel strands into a whole, forming the wall structure of the vertical cylinder. In this step, epoxy resin can be selected as the construction adhesive. Epoxy resin has strong adhesion to steel, good fluidity before solidification, and can densely fill the gaps between the steel strands. Epoxy resin has good plasticity and will not peel off from the steel strands due to stretching. The coefficient of thermal expansion of epoxy resin matches that of the steel strands. Epoxy resin has good sealing performance and has always been a commonly used leak-sealing material in the construction industry. The compressive strength of epoxy resin is similar to that of concrete, allowing it to bear the weight of the cylinder wall and maintain its upright position. Furthermore, epoxy resin has good durability and environmental performance, making it a widely used construction adhesive material. This step solves the construction problem of high-strength vertical cylinder wall structures under large-diameter conditions. In this embodiment, to increase the sealing performance of the vertical cylinder, steel strands can be laid on the foundation of the vertical cylinder and injected with construction adhesive as the bottom plate of the vertical cylinder, which is then cast integrally with the cylinder wall, as shown. Figure 3As shown. In this step, the amount of steel strands and the wall thickness at the bottom of the vertical cylinder can be increased. By improving the circumferential tensile stiffness of the bottom of the vertical cylinder wall, the radial expansion deformation of the bottom of the vertical cylinder wall after high-pressure water filling can be reduced. After completing the first step of this utility model, proceed to the second step. The main purpose of this step is to solve the sealing problem between the reciprocating column and the vertical cylinder. Taking a vertical cylinder with a diameter of 40 meters as an example, high-strength steel strands are used as the side wall of the vertical cylinder. Due to the high strength of the steel strands, the side wall of the vertical cylinder is thinner than the side wall required by Q235 steel. The wall thickness of the vertical cylinder can be set to 250mm. According to mechanical calculations, under the action of high water pressure of 8MPa, it will extend outward by about 80mm along the radial direction of the vertical cylinder. The reciprocating column moves up and down, and the water pressure borne by part of the side wall of the vertical cylinder varies between 0 and 8MPa. Considering that the compression deformation of the reciprocating column itself in the reinforced concrete structure under high water pressure of 8MPa is close to 10mm, the change in the size of the gap between the reciprocating column and the side wall of the vertical cylinder will be greater than 80mm. Therefore, the sealing problem between the reciprocating column and the vertical cylinder under high pressure needs to be solved. In this step, the two ends of the folded flexible sealing membrane are respectively bonded to the vertical cylinder and the reciprocating column. This achieves the purpose of sealing the vertical cylinder and the reciprocating column while ensuring that the reciprocating column and the vertical cylinder have relative reciprocating motion function. The sealing principle is as follows: Taking the two ends of the flexible sealing membrane connected to the bottom end of the reciprocating column and the bottom end of the vertical cylinder as an example, when the reciprocating column moves in the vertical cylinder, the position of the folded flexible sealing membrane connected to the vertical cylinder remains unchanged. When the reciprocating column moves downward, the other end of the flexible sealing membrane moves downward with the reciprocating column. Under the action of water pressure, the middle outer surface of the flexible sealing membrane will fill with water between the reciprocating column and the vertical cylinder and fold into an arc-shaped top, such as... Figure 3As shown, the outer side of the flexible sealing membrane overlaps with the inner surface of the vertical cylinder, and the inner side of the flexible sealing membrane overlaps with the outer surface of the reciprocating column. As the reciprocating column moves downward, the overlap area between the flexible sealing membrane and the outer surface of the reciprocating column gradually increases, while the overlap area between the flexible sealing membrane and the inner surface of the vertical cylinder gradually decreases, and the arc-shaped top moves downward. When the reciprocating column moves upward, the overlap area between the flexible sealing membrane and the inner surface of the vertical cylinder gradually increases, while the overlap area between the flexible sealing membrane and the outer surface of the reciprocating column gradually decreases, and the arc-shaped top moves upward. During the reciprocating motion of the column, both ends of the flexible sealing membrane maintain a sealed connection with the vertical cylinder and the bottom of the reciprocating column. The flexible sealing membrane itself is impermeable to water; therefore, a variable-volume sealed space is formed between the reciprocating column and the vertical cylinder through the connected flexible sealing membrane. This sealed space increases when the reciprocating column moves upward and decreases when the reciprocating column moves downward. Similarly, the flexible sealing membrane can also be connected in this way, with one end connected to the middle of the vertical cylinder and the other end connected to the bottom of the reciprocating column, to form a sealed space with the same function. In this sealed space, the flexible sealing membrane, at its overlapping surface with the vertical cylinder and reciprocating column, transmits the high horizontal water pressure to both. The flexible sealing membrane primarily bears the vertical water pressure at the gap between the vertical cylinder and the reciprocating column. The magnitude of the vertical water pressure is directly proportional to the width of the gap at the top of the arc-shaped top, being the product of the water pressure and the gap width at that location. The vertical water pressure at the gap is jointly borne by the sealing membranes on both sides of the arc-shaped top. To reduce the tensile strength requirements of the flexible sealing membrane, the width of the gap between the reciprocating column and the vertical cylinder needs to be controlled, and should not exceed 0.1–0.5 meters. Taking a gap width of 0.1m and an overpressure of 8MPa at the top of the arc-shaped water body as an example, the tensile strength of the flexible sealing membrane needs to reach 400N / mm in length. Currently, the tensile strength of the fabric-core flexible sealing membrane available in the industry can reach 600N / mm, while the tensile strength of the flexible sealing membrane using a high-strength steel wire rope core can reach 5000N / mm, which meets the tensile strength requirements of the flexible sealing membrane used in this embodiment. During construction, the reciprocating column can be constructed first, followed by the construction of the vertical cylinder sidewall surrounding the reciprocating column. The flexible sealing membrane is located between the inner side of the vertical cylinder and the outer side of the reciprocating column, and the gap between the vertical cylinder and the reciprocating column is very small. Therefore, it is necessary to set a maintenance groove at the bottom of the reciprocating column to facilitate the operation and maintenance of the energy storage device of this utility model. The flexible sealing membrane with folding properties is folded, and the folded flexible sealing membrane is used to seal the gap between the vertical cylinder and the reciprocating column, forming a sealed space with volume change performance, and enabling the reciprocating column to move up and down relative to the vertical cylinder. Since pumped storage typically requires a head pressure of 600–800 m to drive the pumped storage unit to generate electricity, insufficient head pressure will result in a lower energy density of pumped storage and reduce the energy conversion rate. Maintaining sufficient energy density is crucial for pumped storage.After a sealed space is formed, the internal pressure of the water body can be increased by utilizing the sealed space under the constraint of the sealing components, generating overpressure water within the sealed space. In this invention, overpressure water refers to water with an upper surface pressure greater than atmospheric pressure, while free surface water refers to water with an upper surface pressure equal to atmospheric pressure. The outflow of overpressure water drives the pumped-storage unit to generate electricity, which is the same as the hydroelectric power generation effect generated by the height difference between the upper and lower pools in pumped-storage systems. On the other hand, the energy consumption of injecting high-pressure water into the sealed space is the same principle as the energy consumption of pumping water from the lower pool to the upper pool in pumped-storage systems. Therefore, by forming a sealed space and injecting high-pressure water into it, overpressure water can be generated, achieving the purpose of pumped-storage. The release of the overpressure water within the sealed space can drive the pumped-storage unit to generate hydroelectric power, achieving the purpose of energy release. When overpressure water is generated within a sealed space, it exerts significant water pressure on the components that make up the sealed space. This causes considerable expansion and deformation of the vertical cylinder, a component of the sealed space. A folded, flexible sealing membrane is used to seal the constantly changing gaps between the reciprocating column and the side wall of the vertical cylinder as it expands and contracts with water filling, thus maintaining the sealing performance of the sealed space. The spatial relationship between the flexible sealing membrane, the reciprocating column, and the vertical cylinder is shown in the figure. Figure 1 and Figure 3 As shown. In this step, the two ends of the cylindrical flexible sealing membrane can be sealed and bonded to the reciprocating column and the vertical cylinder respectively using construction adhesive. The reciprocating column, the flexible sealing membrane, and the vertical cylinder form a sealed space with volume-changing properties. The construction adhesive can be epoxy resin or various types of rebar adhesives, or other construction adhesives with high bonding strength. In this step, the pumped storage unit is connected to the sealed space by water pipes, and the power grid system is connected to the pumped storage unit. In this step, to achieve directional water flow, a fluid control valve can be installed between the water pipes and the pumped storage unit to control the directional flow of water, such as... Figure 1 and Figure 2As shown. After completing step two, proceed to step three. This step uses the power grid to supply power to the pumped-storage unit. The purpose of this step is to input excess electrical energy into the pumped-storage unit when energy storage is needed. The pumped-storage unit can be started and stopped in a timely manner through its computer control system. After completing step three, proceed to step four. This step uses electrical energy to drive the pumped-storage unit, pressurizing the water in the lower pool and injecting it into the sealed space. By increasing the water pressure and outputting high-pressure water, a large amount of electrical energy can be consumed, realizing the utilization of electrical energy. In this step, the computer control system in the pumped-storage unit can be used to control the power of the pumped-storage unit and control the power of the electrical energy storage. After completing step four, proceed to step five. In this step, the overpressured water in the sealed space supports the reciprocating column, converting electrical energy into the gravitational potential energy of the reciprocating column and water, thus realizing electrical energy storage. In this step, constrained by the flexible sealing membrane, the vertical cylinder, and the reciprocating column, after the high-pressure water input in step four reaches a certain pressure, the bottom of the reciprocating column bears the enormous pressure transmitted by the overpressure water, while the top of the reciprocating column only experiences atmospheric pressure. When the difference between the pressure on the lower surface of the reciprocating column and the pressure on the upper surface of the reciprocating column exceeds the weight of the reciprocating column itself, the reciprocating column will be lifted and floated by the overpressure water in the sealed space. The sealed space simultaneously expands to accommodate the high-pressure water input from the pumped storage unit, resulting in an increase in the gravitational potential energy of the reciprocating column and the overpressure water in the sealed space. This simultaneously consumes electrical energy, realizing the conversion of electrical energy into gravitational potential energy and achieving electrical energy storage. Step five is completed, proceeding to step six. In this step, when electricity is needed, the high-pressure water generated in the sealed space in step five is injected into the pumped-storage unit, causing the overpressured water in the sealed space to flow out. The volume of the overpressured water in the sealed space decreases, causing the reciprocating column to sink. The outflowing overpressured water drives the pumped-storage unit to generate electricity. At this time, the gravitational potential energy of the reciprocating column and the overpressured water in the sealed space decreases, and the pumped-storage unit operates to generate electricity, realizing the conversion of gravitational potential energy into electrical energy and releasing electrical energy. Step six is ​​completed, and step seven is then performed. This step is a repetitive step, as the storage and release of electrical energy needs to be repeated multiple times. In this embodiment, steps three through six are repeated to achieve the storage and release of electrical energy.

[0032] As a second embodiment of this utility model, combined with Figures 1-10This invention mainly introduces the structural design of a membrane-sealed pressurized pumped-storage energy storage device. The energy storage device comprises seven parts: a vertical cylinder, a reciprocating column, a flexible sealing membrane, a vertical cylinder foundation, a pumped-storage unit, water pipes, and a lower tank. The vertical cylinder is a vertically placed, one-end-open cylindrical component. In this embodiment, because the vertical cylinder needs to hold high-pressure water, the water pressure acting on the sidewalls of the cylinder is very high; therefore, the vertical cylinder should be cylindrical. The diameter and height of the vertical cylinder can be determined according to the energy storage capacity requirements. Considering both the cost and performance requirements of the energy storage device, the vertical cylinder diameter is generally set to 10–200 m, the vertical cylinder height is generally set to 20–200 m, and the vertical cylinder wall thickness is set to 0.1–2 m. In this embodiment, since the main load borne by the vertical cylinder sidewall is water pressure, the circumferential tensile force of the vertical cylinder sidewall component is particularly large. Considering the cost, feasibility, durability, and reliability of manufacturing the vertical cylinder, the vertical cylinder sidewall is selected as a component composed of annularly arranged steel strands and construction adhesive filling the gaps between the steel strands. This component is quick to manufacture, low in cost, and meets the requirements for stress and self-stability. In this embodiment, it is called a glued steel structure. The construction adhesive in the glued steel structure can be epoxy resin or rebar adhesive. These construction adhesives have high compressive strength, good fluidity before solidification, and are easy to densely fill the gaps between the stacked steel strands, forming a structure that can work together with the steel strands. They also have sufficient durability, fast solidification speed, and higher elongation than the steel strands. That is, when the steel strands are stretched, these construction adhesives can stretch synchronously without cracking, exhibiting excellent fatigue resistance against cyclic loads. In this embodiment, when the flexible sealing membrane is connected to the bottom or middle of the vertical cylinder, the gap between the upper part of the vertical cylinder and the outer surface of the reciprocating column should not be too large; otherwise, the flexible sealing membrane will bear excessive tensile force. In the lower part of the vertical cylinder, the distance between the inner surface of the vertical cylinder and the outer surface of the reciprocating column can be appropriately increased without affecting the stress on the flexible sealing membrane. When the vertical cylinder is relatively tall, to reduce the verticality control requirements during construction of the vertical cylinder and the reciprocating column and to lower the construction difficulty, the vertical cylinder can be set as a cylindrical structure with a slightly smaller inner diameter at the top and a slightly larger inner diameter at the bottom. In this embodiment, the bottom of the vertical cylinder is provided with a buffer pad layer, inspection groove wall, inspection groove, inspection channel, and pressure-resistant sealing door, such as... Figure 1 and Figure 10 As shown, the inspection slot and its walls can be annular to facilitate access to all parts of the flexible sealing membrane along the inspection slot. The inspection passage connects the inspection slot to the space outside the vertical cylinder. A pressure-resistant sealing door can block the inspection passage. The pressure-resistant sealing door can be configured as a pressure-resistant door with a sliding function. To maintain the stability of the pressure-resistant sealing door under high water pressure, a vertical pressure-bearing component can be installed at the inspection passage as a sealing door baffle, such as... Figure 10As shown. In this embodiment, to prevent the reciprocating column from impacting and damaging the bottom of the vertical cylinder when it sinks, a buffer layer is set at the bottom of the vertical cylinder. Sand and gravel or bagged sand and gravel can be used as the buffer layer material, with a thickness of 1-4 meters being preferable. In this embodiment, a protective ring can be set between the top of the vertical cylinder and the reciprocating column. The purpose of the protective ring is to prevent high-pressure water inside the vertical cylinder from rapidly spraying from the top of the vertical cylinder in the event of a rupture of the flexible sealing membrane, thus preventing a rapid decrease in the water volume inside the vertical cylinder and preventing the reciprocating column from rapidly impacting the bottom of the vertical cylinder. In this embodiment, an annular rubber ring fitted around the outside of the reciprocating column can be used as the protective ring. The protective ring is set inside the vertical cylinder, which can fix the protective ring to the vertical cylinder and allow the reciprocating column to move up and down inside the protective ring. The protective ring also has the function of controlling the relative position of the reciprocating column and the vertical cylinder. In this embodiment, the reciprocating column is a cylindrical or cylindrical component capable of bearing both vertical and horizontal pressure. The reciprocating column is placed vertically within a vertical cylinder, with both the column and cylinder positioned vertically. The column is located inside the vertical cylinder and has the function of reciprocating up and down relative to the cylinder. In this embodiment, when the reciprocating column is designed as a cylindrical component, a base plate should be provided. The inner side of the reciprocating column can be filled with heavy materials such as iron ore, steel ingots, or lead blocks as a counterweight. Alternatively, lower-cost concrete can be used, or locally sourced soil can be used. If the counterweight is insufficient when using concrete or soil, additional counterweights can be added above the reciprocating column, such as... Figure 1 As shown. The additional counterweight consists of an additional counterweight cylinder and an additional counterweight body. In this embodiment, the reciprocating column can be a concrete cylinder or a cylinder formed by splicing precast concrete blocks. If a cross-section such as... Figure 5 The precast counterweight block assembly shown is used as a reciprocating column. Its advantage is ease of dismantling and reuse, but its disadvantage is higher cost than cast-in-place concrete. In this embodiment, a vertical maintenance channel and detachable precast filling blocks can be provided on the outer surface of the reciprocating column. The purpose of providing the vertical maintenance channel is to facilitate the inspection and maintenance of the vertical cylinder, the reciprocating column, and the flexible sealing membrane. The planar layout of the vertical maintenance channel can be as follows: Figure 20As shown, the cross-section of the vertical maintenance passage can be set as a trapezoid with a slightly smaller outer side and a slightly larger inner side. The cross-sectional shape of the prefabricated filling block can be the same as the cross-sectional shape of the vertical maintenance passage, but slightly smaller in size, to facilitate quick insertion and removal from the top. To reduce the height of the additional counterweight, the cross-section at the top of the reciprocating column can be enlarged to increase the volume and weight of the additional counterweight. In this embodiment, the reciprocating column can also be fixed to the vertical cylinder foundation, with the vertical cylinder inverted on the outside of the reciprocating column, and the additional counterweight installed at the top and periphery of the vertical cylinder. In this embodiment, a sling column can be set at the top of the reciprocating column, and a sling can be set between the outwardly protruding part of the reciprocating column and the sling column. The sling can be symmetrically arranged around the periphery of the sling column, so that the sling and the sling column can bear part of the weight of the additional counterweight. The sling column can be set as a cylindrical shape, such as... Figure 1 As shown. The sling column can also be cylindrical. In this embodiment, to ensure the vertical stability of the reciprocating column's vertical movement trajectory, a vertically placed horizontal positioning hole is provided on the reciprocating column, and a guide column is provided at the position of the horizontal positioning hole. The guide column is fixed to the vertical cylinder foundation, passes through the horizontal positioning hole, and serves as a guide rail for the vertical movement of the reciprocating column. The guide column controls the horizontal position and verticality of the reciprocating column, as shown. Figure 1 , Figure 2 and Figure 8 As shown. The guide columns can also bear wind loads acting on the upper part of the reciprocating columns. To increase the stability of the guide columns and their ability to resist horizontal loads, cables can be installed at the top of the guide columns, trusses can be connected at the top of multiple guide columns, and a gantry crane can be installed on the top truss. A ring truss can be installed at the bottom of the guide columns, and structural columns can be installed if necessary. Figure 1 , Figure 2 , Figure 6 , Figure 7 and Figure 8As shown. In this embodiment, guide columns and trusses and overhead cranes attached to them can be constructed in the early stages of project construction to facilitate the construction and installation of the vertical cylinder, reciprocating column, and additional counterweights using the overhead cranes. In this embodiment, considering the thinness of the vertical cylinder wall, a hinge connection is provided between the top of the vertical cylinder wall and the outer truss to increase the stability of the vertical cylinder structure. Because the guide columns can be used to control the reciprocating column to maintain vertical movement, the verticality requirement of the guide columns is very high. In this embodiment, the problem of verticality accuracy control is solved by setting a horizontal positioning and verticality fine-tuning device on the side wall of the guide column. The fine-tuning device includes two parts: a fine-tuning guide and a distance adjustment device. The fine-tuning guide is a device that can adjust the horizontal position and verticality of the reciprocating column, and the distance adjustment device is a device that controls the relative position of the guide column and the fine-tuning guide. The fine-tuning guide is connected to the distance adjustment device, and the distance adjustment device is connected to the guide column. The fine-tuning guide is located on the outside of the guide column. Multiple vertically placed steel guide rails can be used as fine-tuning guides, or rollers can be used. The adjustment device can be bolts, such as... Figure 9 As shown, a nut can be welded to the guide column, and one end of the bolt is connected to the steel guide rail. The distance between the steel guide rail and the guide column is adjusted by rotating the bolt. Two bolts are installed at both ends of each steel guide rail, and the distance between the steel guide rail and the guide column is adjusted by these two bolts, thereby adjusting the verticality and horizontal position of the steel guide rail. By setting multiple steel guide rails around the guide column, the horizontal and vertical positions of the reciprocating column can be controlled, eliminating the influence of small deviations in the position and verticality of the guide column on its guiding function. In this embodiment, a horizontally placed jack can be used instead of bolts. The planar position and verticality of the fine-tuning guide can be adjusted on the ground by controlling the extension of the jack. After the guide column is equipped with a fine-tuning device, the verticality of the reciprocating column's movement track can be adjusted by the fine-tuning device to eliminate the influence of construction errors and deformation during use on the vertical movement of the reciprocating column. In this embodiment, the guide column can be made of steel pipe, and a guide column maintenance channel can be set inside the steel pipe. The flexible sealing membrane is a waterproof fabric component with folding properties and the ability to withstand water pressure. In this embodiment, the flexible sealing membrane can be made of a composite material composed of carbon fiber, steel wire, rubber, plastic, etc. In this embodiment, the gap size between the reciprocating column and the vertical cylinder should be minimized to reduce the tensile strength requirements of the flexible sealing membrane. The vertical cylinder is connected to the flexible sealing membrane, and the reciprocating column is also connected to the flexible sealing membrane. The vertical cylinder, the flexible sealing membrane, and the reciprocating column together form a sealed space with volume-changing properties, such as... Figure 1 and Figure 3As shown, both the reciprocating column and the vertical cylinder are placed vertically. In this embodiment, one end of the flexible sealing membrane is connected to the middle or bottom of the vertical cylinder, and the other end is connected to the bottom of the reciprocating column. When the outer end of the flexible sealing membrane is connected to the middle of the vertical cylinder, the amount of flexible sealing membrane used can be reduced. However, installation and maintenance must be carried out in the middle of the vertical cylinder. In addition, when maintaining the inner side of the vertical cylinder, the flexible sealing membrane will form an obstruction. In this embodiment, the pumped storage unit and its control system and other related equipment can be selected from the equipment used in existing pumped storage technologies. The pumped storage unit is connected to the sealed space through water pipes. In this embodiment, the lower pool is a container with water storage capacity, similar in function to the lower pool used in existing pumped storage technologies. A portion of the underground space excavated during the construction of the vertical cylinder foundation can be used as the lower pool. In this embodiment, the excavated soil generated during the excavation of the vertical cylinder foundation and the lower pool can be used as an additional counterweight, reducing the cost of earthwork transportation and saving resources and construction costs. The lower pool can also be constructed on the surface. In this example, a fluid control valve is installed on the water pipe to control the water flow direction during energy storage and release. In this embodiment, the vertical cylinder foundation can adopt the pile foundation plus raft foundation form as described in the first embodiment of this utility model. When the bedrock is shallow, a bedrock high-pressure fracturing grouting anchor mesh vertical cylinder foundation can also be used. This type of vertical cylinder foundation includes four parts: a core foundation plate, an extended foundation plate, vertical stiffening piles, and horizontal anchors. The core foundation plate is located directly below the vertical cylinder, the extended foundation plate is located around the core foundation plate, the vertical stiffening piles are vertically constructed piles located in the rock foundation and reinforced with steel plates, and the horizontal anchors are horizontally constructed anchors laid along the radius of the vertical cylinder foundation. The core foundation plate and the extended foundation plate are located above the horizontal anchors, and the horizontal anchors and vertical stiffening piles are arranged intersectingly. In this embodiment, a vertical water guide tunnel can be set in the core foundation plate. The set vertical water guide tunnel can be used as a water pipe and can also be used to install a pumped storage unit to save on project costs. In this embodiment, the horizontal anchor bolt can be connected to the sidewall of the vertical guide tunnel. In this embodiment, the vertical stiffening piles and horizontal anchor bolts can be completed by high-pressure fracturing grouting, and the rock foundation is reinforced by high-pressure preloading and high-pressure grouting in sections.

[0033] As the third embodiment of this utility model, it mainly combines Figures 11-13 This invention introduces a vertical cylinder foundation structure for a membrane-sealed pressurized pumped-storage energy storage device. When the energy storage device is operating, the pressure acting on the bottom plate of the vertical cylinder is equal to the water pressure acting on the bottom of the cylinder. When the water pressure reaches a height of 800-1000 meters, the compressive stress acting on the bottom plate of the vertical cylinder reaches 8-10 MPa, which is considerable and far exceeds the pressure at the bottom of commonly used industrial and civil building foundations. Therefore, the bearing capacity requirements for the vertical cylinder foundation are particularly high. The form of the vertical cylinder foundation can be selected as follows... Figure 1The pile-raft foundation shown has high requirements for the thickness of the raft slab and the number of piles. For example, for a vertical cylinder with a diameter of 40 meters, the raft slab thickness needs to be close to 20 meters, the area of ​​the bottom of the raft slab needs to be about four times the area of ​​the bottom of the vertical cylinder, and a large number of high-bearing-capacity piles are also required, resulting in high foundation costs. The cost of the vertical cylinder foundation has a significant impact on the overall cost of the energy storage device. In this embodiment, for areas with shallow bedrock burial, a bedrock high-pressure fracturing grouting anchor mesh vertical cylinder foundation is provided to adapt to the particularly high bottom pressure of the vertical cylinder foundation and reduce the cost of the vertical cylinder foundation. This type of vertical cylinder foundation includes four parts: a core foundation slab, an extended foundation slab, vertical stiffening piles, and horizontal anchors. The core foundation slab is located directly below the vertical cylinder, and the extended foundation slab is located around the core foundation slab. In this embodiment, dividing the vertical cylinder foundation slab into a core foundation slab and an extended foundation slab aims to conduct actual foundation bearing capacity tests on the reinforced rock foundation located directly below the reciprocating column during the construction of the reciprocating column and its additional counterweight. This is done using the weight of the reciprocating column itself and the weight of the additional counterweight, to fully utilize the bearing potential of the rock foundation while ensuring the safety and reliability of the project. In this embodiment, moderately weathered to unweathered rock layers should be selected as the bearing layer of the rock foundation. The main component of the rock foundation is rock. While rock blocks have high strength, there are numerous fissures and joints between them. These fissures and joints are key factors affecting the bearing capacity of the rock foundation. Due to the complex distribution and diverse forms of fissures and joints in the rock foundation, the calculation error of the rock foundation bearing capacity is relatively large. Applying a load similar to the actual future load on the rock foundation directly and determining the rock foundation bearing capacity through testing is the most reliable and accurate method. In this embodiment, during construction, the area and shape of the contact surface between the core foundation plate and the rock foundation are similar to those of the reciprocating column. The actual load of the reciprocating column is used as the load, and combined with the construction process of the reciprocating column and its additional counterweight, the graded loading of the foundation bearing capacity test is realized. The deformation and displacement of the rock foundation during the loading process are observed simultaneously, thereby enabling the prototype test of the rock foundation bearing capacity and accurately measuring the rock foundation bearing capacity. The vertical stiffening piles are vertically constructed piles located in the rock foundation and reinforced with stiffening steel plates. The horizontal anchors are horizontally constructed anchors distributed along the radius of the vertical cylinder foundation. The core foundation plate and the extended foundation plate are located above the horizontal anchors, and the horizontal anchors and vertical stiffening piles are arranged intersectingly. In this embodiment, the horizontal anchor bolt can be constructed using high-pressure fracturing grouting. The anchor body construction can be completed using high-pressure fracturing grouting, with a pressure of 4–40 MPa. This fracturing grouting reinforces the cracks and joints in the rock foundation and provides decentralized local pre-stressing reinforcement. In this embodiment, a vertical guide tunnel can be installed in the core foundation slab, and the horizontal anchor bolt is connected to the sidewall of the vertical guide tunnel. The vertical guide tunnel can also be used as the operating surface for constructing the horizontal anchor bolt.

[0034] As the fourth embodiment of this utility model, combined with Figure 11 , Figures 14-19 This paper introduces a dynamic design and construction method for the vertical cylinder foundation of a membrane-sealed pressurized pumped-storage energy storage device. The first step involves conducting an engineering geological survey to select a location with shallow bedrock for constructing the vertical cylinder foundation, utilizing the bedrock as the bearing layer. In this step, moderately weathered to unweathered rock layers can be selected as the bearing layer. A cover layer may be present above the bedrock; this cover layer, once excavated, can serve as counterweight. The excavated pit can be used as the lower reservoir (lower pool) for the vertical cylinder energy storage. Alternatively, some rock can be excavated locally and used as concrete aggregate for construction. However, the bedrock depth should not be too deep, otherwise it will increase the project cost. Generally, a bedrock depth of 0-20 meters is suitable. After completing the first step, proceed to the second step. In this step, vertical pressure test holes are constructed in the bearing stratum of the vertical cylinder foundation. The diameter of the pressure test holes can be controlled between 0.3 and 3 meters. Holes can be formed using impact drilling or rotary drilling. The pressure test holes should be circular, and their depth should be greater than the bottom of the rock anchor mesh vertical cylinder foundation to be used, generally controlled to be 5 to 15 meters deeper than the bottom of the anchor mesh vertical cylinder foundation. After the pressure test holes are constructed, folded sealing bags are installed in the pressure test holes. The diameter of the fully expanded folded sealing bag should be greater than the diameter of the pressure test hole. The bottom of the sealing bag is placed at the bottom of the hole. Inclinometer tubes can be installed inside and at different distances from the pressure test hole. The bottom depth of the inclinometer tubes outside the pressure test hole should be deeper than the test hole, generally 2 to 10 meters deeper. Figure 15 , Figure 16As shown. After completing step two, proceed to step three. In this step, fluid is injected into the sealed bladder in the pressure test hole through the water injection pipe in stages. The increase in the amount of fluid in the sealed bladder causes its volume to expand, applying pressure to the sidewall of the pressure test hole in stages, while simultaneously testing the lateral horizontal displacement of the inclinometer tube. Generally, the loading can be divided into 10 to 20 levels depending on the test accuracy. A loading and unloading test can also be performed. The test method in this step can be referred to pages 27-28 of "Principles and Technology of Geotechnical Control" by Zhang Jihong (China Architecture & Building Press, first edition, August 2023). Because the test is conducted in a rock foundation, the maximum load should match the bearing capacity of the rock foundation. The maximum fluid pressure stress can generally be selected between 0.5 and 10 MPa. For hard rock, it can be increased to 30 MPa. After completing step three, proceed to step four. In this step, a method for establishing a soil constitutive model based on prototype tests (patent application number: 2022107215418) is used to calculate and analyze the strength and deformation characteristics of the foundation bearing layer. Specific calculation methods can also be found in Chapter 5 of Zhang Jihong's *Geotechnical Control Principles and Technologies* (China Architecture & Building Press, August 2023, First Edition). After completing step four, proceed to step five. In this step, vertical stiffening piles and horizontal anchors are designed in the foundation bearing layer. The vertical stiffening piles increase the horizontal shear strength and vertical tensile strength of the rock foundation and also serve as anti-heave components during high-pressure fracturing grouting of the horizontal anchors. The horizontal anchors provide horizontal reinforcement in the rock foundation, improving its bearing capacity. In this step, the constitutive model from step four above can be used for finite element calculation and analysis of the foundation bearing layer. When performing the finite element calculation, the strength and deformation characteristic parameters of the rock foundation elements should be selected based on the calculation results from step four of this embodiment. Additionally, vertical stiffening pile elements and horizontal anchor elements should be set between the rock foundation elements. The strength and deformation characteristic parameters of the vertical stiffening pile elements and horizontal anchor elements can be selected based on the strength and deformation characteristics of the stiffening steel plate, anchor rod, and cement grout. The load condition can be directly selected from the load at the bottom of the vertical cylinder. Reinforced concrete elements can be used for calculation at the positions of the foundation slab and the sidewall of the vertical guide tunnel. In this step, the reinforcement effect of splitting grouting on the rock bearing layer during the construction of the vertical stiffening piles and horizontal anchors can also be verified through a certain proportion of on-site prototype tests. Steps two to four of this embodiment can be repeated to test the bearing capacity of the reinforced rock foundation and perform calculations and analyses, making the numerical calculation results close to the actual results. In this step of the calculation, the density of the vertical stiffening piles and horizontal anchors is adjusted to ensure that the calculation results meet the requirements for normal use and safety control of the vertical cylinder foundation, and that the calculated safety factor meets the requirements. After completing step five, proceed to step six. In this step, the foundation slab of the vertical cylinder is divided into two parts: a core foundation slab and an extended foundation slab. The core foundation slab is located directly below the vertical cylinder, and the extended foundation slab is located around the core foundation slab, ensuring that the areas of the two foundation slabs are similar.During the test, the pressure at the base of the reciprocating column is entirely applied to the core foundation slab. This allows the near-completion load to be used as a surcharge above the core foundation slab, enabling a prototype test to verify the bearing capacity of the rock foundation below the core foundation slab and obtain reliable measured values ​​of the foundation bearing capacity. In this step, the following design is implemented between the two foundation slabs. Figure 14 The slanted post-cast joint shown reduces the lower area of ​​the core foundation slab. During the prototype test of rock foundation bearing capacity, if the foundation shows signs of instability, it will be accompanied by significant deformation. Before instability, the post-cast joint is quickly poured to connect the core foundation slab with the outer foundation slab, increasing the concrete foundation area, reducing the pressure on the rock foundation, and ensuring the safety of the test process. In this step, grouting material or epoxy resin can be used to pour the post-cast joint. In this step, vertical stiffening piles, vertical guide tunnels, and two vertical cylindrical foundation slabs should be constructed. In this step, the post-cast joint is designed as follows: Figure 14The outward-sloping joint shown is designed to ensure reliable shear force transfer between the core foundation slab and the outer foundation slab after the post-cast joint is poured. The width of the post-cast joint is generally set to 30-100mm, and the reinforcement of the foundation slab between the two foundation slabs remains continuous at the post-cast joint. In this step, high-pressure fracturing grouting can also be performed on the pile holes of the vertical stiffening piles to reinforce the rock foundation while using the grout as the stiffening pile body. The specific implementation method is to drill vertical holes in the rock foundation, then place a reinforcing steel plate into the pile hole. The width of the reinforcing steel plate is consistent with the radius direction of the vertical cylinder foundation to improve the shear reinforcement effect of the steel plate on the rock foundation. Then, the pile hole opening is sealed, and high-pressure fracturing grouting is performed. In this step, multiple vertical stiffening pile holes can be constructed, and then split grouting is performed on each pile hole one by one. The filling material in the rock bearing layer fissures is drained using adjacent pile holes, and the residue inside the pile holes is cleaned before grouting. In this embodiment, the pressure of the high-pressure split grouting can be selected within the range of 4–40 MPa. In this embodiment, the diameter of the pile hole can be designed to be 100–400 mm to minimize the construction cost. After completing step six, proceed to step seven. In this step, using the vertical guide tunnel as the operating surface, horizontal anchor bolt holes are constructed. The openings of the horizontal anchor bolt holes are sealed, and high-pressure split grouting is performed into the horizontal anchor bolt holes. Through high-pressure split grouting along the entire length of the anchor bolt hole, the fissures and joints connected to the anchor bolt hole are reinforced, and segmented high-pressure preloading reinforcement of the rock foundation is achieved. In this step, multiple horizontal anchor bolt holes can be constructed first, and then high-pressure splitting grouting can be performed on each horizontal anchor bolt hole one by one. This allows the filling material in the rock bearing layer fissures to be removed from adjacent anchor bolt holes during the high-pressure splitting grouting process. Before high-pressure splitting grouting, the residue in the anchor bolt holes should be removed. In this step, the pressure of high-pressure splitting grouting can be selected within the range of 4 to 40 MPa. This completes the local high-pressure preloading and grouting reinforcement of the vertical cylinder foundation bearing layer along the direction of the horizontal anchor bolt holes, thus completing the horizontal anchor bolt construction. After completing step seven, proceed to step eight. In this step, a prototype loading test of the foundation is conducted in the following manner: A vertical cylinder base plate, reciprocating columns, and additional counterweights are constructed directly above the core foundation slab. The displacement and deformation of the foundation base plate and the rock bearing layer are observed throughout the process, and calculations and analyses are performed simultaneously. If abnormal deformations exceeding the design allowable limits occur in the foundation, the stability of the foundation is ensured by adding vertical stiffening piles or horizontal anchor bolts, reducing the additional counterweights, or pouring post-cast joints in the foundation slab. In this step, the criteria for identifying abnormal deformation in the rock foundation can refer to the current criteria for pile foundation static load tests, while also ensuring that the verticality control requirements of the vertical cylinder are met. With sufficient construction experience, the criteria will be further refined based on accumulated experience. After completing step eight, proceed to step nine. This step uses the foundation prototype loading test from step eight to determine the ultimate bearing capacity range of the foundation.In this step, the ultimate bearing capacity range of the foundation can be determined by one of the following two methods: (1) After the additional counterweight is fully applied, if the load-settlement deformation curve of the rock foundation monitored in step eight does not show a sudden increase, and the verticality change of the vertical cylinder meets the design requirements, then the ratio of the load at the bottom of the core foundation plate to the bottom area of ​​the core foundation plate can be used as the ultimate bearing capacity of the reinforced rock foundation; (2) If, during the construction of the reciprocating column and the application of the additional counterweight, the load-settlement deformation curve of the monitored rock foundation shows a sudden increase, or the verticality change of the vertical cylinder reaches the design limit of this stage, then construction should be immediately suspended, and the post-pouring joint should be poured quickly. The ratio of the load at the bottom of the core foundation plate to the bottom area of ​​the core foundation plate before construction is stopped should be used as the ultimate bearing capacity of the reinforced rock foundation. Complete step nine and proceed to step ten. In this step, based on the ultimate bearing capacity value of the foundation determined in step nine, the safety factor of the foundation bearing capacity after the post-cast joint of the foundation slab is verified to meet the requirements for safety and normal use. If it does not meet the requirements, the load acting on the foundation is reduced by decreasing the additional counterweight, or the area and thickness of the foundation slab are increased, or vertical stiffening piles and horizontal anchors are added, so that the safety factor of the foundation bearing capacity meets the requirements for safety and normal use. Step ten is then completed, thus completing the dynamic design and construction of the high-pressure fracturing grouting rock anchor mesh vertical cylinder foundation of this utility model.

[0035] This patent includes, but is not limited to, other devices that can be used by those skilled in the art.

Claims

1. A membrane-sealed pressurized pumped-storage energy storage device, characterized in that: The system comprises seven parts: a vertical cylinder (1), a reciprocating column (2), a flexible sealing membrane (21), a vertical cylinder foundation (3), a pumped storage unit (15) and its auxiliary equipment, water pipes (17), and a lower pool (19). The vertical cylinder (1) is a cylindrical component with one open end, placed vertically. The reciprocating column (2) is a cylindrical or cylindrical component capable of bearing vertical and horizontal pressure. The flexible sealing membrane (21) is a waterproof fabric component with folding properties and the ability to withstand water pressure. The vertical cylinder (1) is connected to the flexible sealing membrane (21), and the reciprocating column (2) is connected to the flexible sealing membrane (21). The system is constructed by the vertical cylinder (1), the flexible sealing membrane (21), and the reciprocating column (2). A sealed space (20) with volume change capability is formed, and the reciprocating column (2) and the vertical cylinder (1) are both placed vertically. The reciprocating column (2) is located inside the vertical cylinder (1). The reciprocating column (2) has the function of reciprocating up and down relative to the vertical cylinder (1). The pumped storage unit (15) is connected to the sealed space (20) through a water pipe (17). The lower pool (19) is a water tank with water storage function. A vertical maintenance channel (44) and a detachable prefabricated filling block (24) for filling the vertical maintenance channel (44) are provided on the outer surface of the reciprocating column (2). A protective ring (16) for preventing the impact of the reciprocating column (2) is provided between the top of the vertical cylinder (1) and the reciprocating column (2).

2. The membrane-sealed pressurized pumped-storage energy storage device according to claim 1, characterized in that: The aforementioned vertical tube (1) can be configured as a cylindrical structure with a small inner diameter at the top and a large inner diameter at the bottom.

3. The membrane-sealed pressurized pumped-storage energy storage device according to claim 1, characterized in that: One end of the aforementioned flexible sealing membrane (21) is connected to the middle or bottom of the vertical cylinder (1), and the other end is connected to the bottom of the reciprocating column (2).

4. The membrane-sealed pressurized pumped storage device according to claim 1, characterized in that: The aforementioned vertical tube foundation (3) comprises four parts: a core foundation slab (38), an extended foundation slab (39), vertical stiffening piles (41), and horizontal anchors (42). The core foundation slab (38) is located directly below the vertical tube (1), the extended foundation slab (39) is located around the core foundation slab (38), the vertical stiffening piles (41) are vertically constructed piles located in the rock foundation and reinforced with steel plates, and the horizontal anchors (42) are horizontally constructed anchors laid along the radius of the vertical tube foundation (3). The core foundation slab (38) and the extended foundation slab (39) are located above the horizontal anchors (42), and the horizontal anchors (42) and the vertical stiffening piles (41) are arranged intersectingly.

5. The membrane-sealed pressurized pumped-storage energy storage device according to claim 4, characterized in that: A vertical guide tunnel is set in the core foundation plate (38) mentioned above, and a horizontal anchor rod (42) is connected to the side wall (43) of the vertical guide tunnel.

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